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<br />STRUCTURAL NOTES
<br />CONTRACTOR NOTE:
<br />THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND
<br />SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH
<br />THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE
<br />MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY
<br />PRECAUTIONS AND PROGRAMS.
<br />CODES AND STANDARDS
<br />1. WIND LOADS AS PER:
<br />A. FLORIDA BUILDING CODE 6TH EDITION (2017) WITH AN ULTIMATE DESIGN
<br />WIND SPEED OF 139 MPH, EXPOSURE B, NOMINAL DESIGN WIND SPEED ;
<br />OF 107 MPH, +/-0.18 INTERNAL PRESSURE COEFFICIENT, AND
<br />BUILDING RISK CATEGORY II.
<br />2. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:
<br />A. FLORIDA BUILDING CODE 6TH EDITION (2017) .
<br />B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
<br />(ACI 318/ 2014 EDITION).
<br />C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
<br />CONCRETE STRUCTURES (ACI 315/ LATEST EDITION).
<br />D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL,
<br />INSERTS & CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION.
<br />AWS. D1.4/ LATEST EDITION.
<br />E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF
<br />STRUCTURAL STEEL FOR BUILDINGS. (AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION) AISC 13TH EDITION (ASD).
<br />F. NATIONAL DESIGN SPECIFICATION, WOOD CONSTRUCTION NDS/2015
<br />EDITION.
<br />G. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY
<br />STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402, 602/2013 EDITIONS).
<br />H. LIGHT GAUGE STUD FRAMING SHALL COMPLY WITH ASTM STANDARDS AND
<br />HAVE BEEN DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL
<br />INSTITUTE'S SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL
<br />MEMBERS, 2001 WITH 2O04 SUPPLEMENT.
<br />3. ARCHITECTURAL AND MECHANICAL DRAWINGS:
<br />A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS
<br />AND DO NOT BY THEMSELVES PROVIDE ALL THE INFORMATION
<br />REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE
<br />GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL,
<br />MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE
<br />INFORMATION CONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL
<br />DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.
<br />B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS
<br />FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS
<br />SETTINGS, DRAINS, REGLETS, ETC.
<br />C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE
<br />CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY SIZE
<br />OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE
<br />ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S
<br />FAILURE TO COMPLY WITH THIS REQUIREMENT.
<br />D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY WORK.
<br />E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN
<br />LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE GENERAL
<br />CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK
<br />IN PROGRESS UNTIL THE STRUCTURES ARE COMPLETED. THE
<br />GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS
<br />AND PROCEDURES PROVIDE NO LOADING GREATER THAN THE DESIGN
<br />LOADS LISTED ON ANY MEMBER.
<br />4. SECTIONS AND DETAILS:
<br />ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE
<br />INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS
<br />ELSEWHERE UNLESS OTHERWISE SHOWN.
<br />5. MATERIALS AND ASSEMBLY TEST AS FOLLOWS:
<br />A. EXTERIOR WINDOWS, SLIDING AND PATIO GLASS DOORS SHALL BE TESTED
<br />BY AN APPROVED INDEPENDENT TESTING LABORATORY, AND SHALL BE
<br />LABELED WITH AN APPROVED LABEL IDENTIFYING THE MANUFACTURER,
<br />PERFORMANCE CHARACTERISTICS AND APPROVED PRODUCT CERTIFICATION
<br />AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR FLORIDA STATE WIDE
<br />PRODUCT APPROVAL NUMBER TO INDICATE COMPLIANCE WITH THE REQUIREMENTS
<br />OF ONE OF THE FOLLOWING SPECIFICATIONS:
<br />ANSI/AAMA/NWWDA 101/I.S. 2-97 OR TAS 202 (HVHZ SHALL COMPLY WITH
<br />TAS 202)
<br />B. EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY
<br />IN ACCORDANCE WITH ASTM E330 AT A LOAD OF 1.5 TIMES THE REQUIREC
<br />DESIGN PRESSURE LOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS
<br />WITH NO PERMANENT DEFORMATION OF ANY MAIN FRAME OR PANEL MEMBI=R
<br />IN EXCESS OF 0.4 PERCENT OF ITS SPAN AFTER THE LOAD IS REMOVED.
<br />HVHZ SHALL COMPLY WITH TAS 202. AFTER EACH SPECIFIED LOADING,
<br />THERE SHALL BE NO GLASS BREAKAGE, PERMANENT DAMAGE TO FASTENERS,
<br />HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BE
<br />INOPERABLE.
<br />C. SECTIONAL GARAGE DOORS SHALL BE TESTED FOR DETERMINATION OF
<br />STRUCTURAL PERFORMANCE UNDER UNIFORM STATIC AIR PRESSURE
<br />DIFFERENCE IN ACCORDANCE WITH ANSI/DASMA 115 OR TAS 201,202 AND
<br />203.
<br />D. WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WIT-1
<br />THE PUBLISHED MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE DESIGN
<br />PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES
<br />NOT SPECIFIED BY THE FENSTRATION MANUFACTURER SHALL PROVIDE EQUAL OR
<br />GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING
<br />PRACTICE.
<br />SPECIALTY ENGINEERED PRODUCTS
<br />1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION
<br />OF SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY
<br />AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL
<br />CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP
<br />DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND
<br />RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE
<br />DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT
<br />AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR
<br />LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL
<br />BE, BUT ARE NOT LIMITED TO, THE FOLLOWING:
<br />A. LIGHT GAUGE METAL, INCLUDING BUT NOT LIMITED TO, SOFFITS, CLADDING,
<br />CEILINGS, ETC.
<br />B. MISCELLANEOUS METALS INCLUDING STEEL STAIRS, MECHANICAL EQUIPMENT
<br />SUPPORTS, FRAMES THAT SUPPORT MACHINES, PIPES OR OTHER STRUCTURAL
<br />METAL USED FOR SUPPORT OF MECHANICAL SYSTEMS.
<br />C. MISCELLANEOUS HANGERS, CHANDELIERS, CABINETS, METAL FRAMES, LADDERS,
<br />RIGGING, HANGING WALLS, RAILINGS, GLAZING FRAMES, CLADDING SUCH AS
<br />STONE, PRECAST, ALUMINUM, METAL PANELS, CABLE BARRIER SYSTEMS, ETC.
<br />OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY ANY OF THE CONSTRUCTION
<br />DOCUMENTS.
<br />D. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE
<br />SPECIALTY ENGINEER SHALL DESIGN FOR THE WEIGHT OF ALL MECHANICAL,
<br />PLUMBING AND ELECTRICAL EQUIPMENT AND FIXTURES, AS WELL AS CHANDELIER
<br />FIXTURES, BAR CABINETS, AND ART WORK / MOBILES.
<br />GENERAL CONTRACTOR TO INCLUDE IN THEIR BID THE COST OF THE ABOVE NOTED SPECIALTY
<br />ENGINEERING.
<br />FOUNDATION
<br />1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN
<br />STRICT ACCORDANCE WITH A REPORT ON SOILS AND FOUNDATION
<br />INVESTIGATION PREPARED BY GEOTECHNICAL ENGINEER REGISTERED IN THE STATE
<br />OF FLORIDA.
<br />2. BOTTOM OF FOOTINGS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY
<br />SUPPORTING 2,000 PSF.
<br />3. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY
<br />A REGISTERED SOILS ENGINEER BEFORE COMMENCING WORK. APPROVAL'
<br />IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN
<br />SPECIFIED SOIL BEARING PRESSURE.
<br />4. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 18-INCHES BELOW
<br />EXTERIOR FINISH GRADE.
<br />5. EXCAVATION & BACKFILL PER THE SOILS REPORT:
<br />A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND
<br />DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST
<br />ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES,
<br />PIPING, ETC.
<br />B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT
<br />OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES.
<br />6. CENTERLINE OF FOOTINGS: SHALL COINCIDE WITH CENTERLINE OF
<br />COLUMNS UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />7. DIMENSIONS: ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL
<br />DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE ARCHITECTURAL
<br />DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION.
<br />DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR
<br />ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK.
<br />CONCRETE
<br />1. CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS:
<br />A. FOUNDATIONS 3000 PSI
<br />B. SLAB -ON -GRADE 3000 PSI
<br />C. MASONRY GROUT 3000 PSI
<br />D. COLUMNS 4000 PSI
<br />E. BEAMS 4000 PSI
<br />ALL OTHER CONCRETE TO BE 4000 PSI UNLESS NOTED OTHERWISE.
<br />2. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:
<br />A. A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
<br />B. SLUMPS SHALL BE 4-INCHES MINIMUM AND 5-INCHES MAXIMUM.
<br />C. CONCRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT.
<br />D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55.
<br />E. JOBSITE WATER SHALL NOT BE ADDED.
<br />JOIST SHALL HAVE THE FOLLOWING CAMBERS UNDER THEIR OWN
<br />WEIGHTS:
<br />30' SPAN OR LESS - CAMBER = 0
<br />30' SPAN TO 60' SPAN - CAMBER = 1" MAXIMUM
<br />DECK
<br />1. STEEL ROOF DECK SHALL BE:
<br />A. 1-1/2", 22 GA. TYPE B METAL DECK GALVANIZED AS SHOWN ON ROOF
<br />PLAN AS MANUFACTURED BY VULCRAFT/NUCOR OR APPROVED EQUAL.
<br />MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE.
<br />ROOF DECK MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL
<br />ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.
<br />ROOF DECK WITH LIGHTWEIGHT INSULATING CONCRETE SHALL BE VENTED.
<br />2. ALL ROOF DECK TO BE DESIGNED, MANUFACTURED, AND INSTALLED IN
<br />ACCORDANCE WITH LATEST FACTORY MUTUAL STANDARDS.
<br />3. WELDING WASHERS ARE TO BE USED ON ALL CONNECTIONS OF STEEL DECK
<br />WITH METAL THICKNESS LESS THAN 22 GA. TO STRUCTURAL STEEL SUPPORTS.
<br />4. IN AREAS OF WARPED ROOF DECK SELF DRILLING SCREWS ARE TO BE
<br />USED ON CONNECTIONS OF STEEL ROOF DECK TO STRUCTURAL STEEL Ok
<br />SUPPORTS. SCREW SIZES TO COMPLY WITH MANUFACTURER'S AND
<br />FACTORY MUTUAL REQUIREMENTS. ATTACH DECK TO ALL SUPPORTING C' 7t
<br />ROOF JOISTS. 1S
<br />5. 1-1/2" METAL ROOF DECK IS TO BE ATTACHED TO STRUCTURAL STEEL �.[�7
<br />SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS (MINIMUM OF 4 WELDS '
<br />PER SHEET PER JOIST). SIDE JOINTS SHALL BE FASTENED TOGETHER (f'
<br />WITH #10 SELF DRILLING SCREWS AT MID SPAN BETWEEN SUPPORTS W
<br />(MINIMUM OF 5 PER SPAN), UNLESS INDICATED OTHERWISE ON THE
<br />STEEL DRAWINGS. ROOF DECK WITH LIGHTWEIGHT INSULATING CONCRETE...
<br />SHALL BE VENTED.
<br />1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE
<br />WITH THE LATEST AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO: 11. STEEL ROOF DECK SHALL B AI-VANIZED (G90) PER ASTM A653.
<br />A. ASTM SPECIFICATION A 992 GRADE 50 FOR ALL WIDE FLANGE BEAMS.
<br />B. ASTM SPECIFICATION A 36 FOR MISCELLANEOUS STEEL SHAPES SHOP D GS
<br />(ANGLES, PLATES, ETC.).
<br />THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE
<br />C. SQUARE OR RECTANGULAR HSS SHALL CONFORM TO ASTM SPECIFICATI FOLLOWING:
<br />500 GRADE B (FY=46 KSI).
<br />A. CONCRETE MIX DESIGNS
<br />D. ROUND HSS SHALL CONFORM TO ASTM SPECIFICATION A500, GRADE B
<br />(FY=42 KSI). ROUND HISS WITH A WALL THICKNESS GREATER THAN B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC
<br />5/8", SHALL CONFORM TO ASTM A53, GRADE B (FY=35 KSI). C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACCESSORIES
<br />E. ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. D. STRUCTURAL STEEL
<br />F. DELETE PAINT ON ALL STEEL TO RECEIVE SPRAYED ON FIREPROOFING E. PRE-ENGINEERED STEEL STAIRS
<br />OR CONCRETE ENCASEMENT.
<br />G. ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND F. STEEL JOISTS AND DECK
<br />ERECTION. 2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A
<br />H. STEEL BEAMS INSTALLED IN PARALLEL WITH STEEL BAR JOISTS MUST SPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA.
<br />HAVE CAMBER EQUAL TO BAR JOISTS.
<br />/` 2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED,
<br />3 ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI /�, I,- AS DESCRIBED IN AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION
<br />9. PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A SPACING OF 30' + O.C.
<br />AND ALIGN WITH ARCHITECTURAL CONTROL JOINTS.
<br />10. EPDXY GROUT SHALL BE NON -SHRINK HIGH CREEP RESISTANT, AND SHALL
<br />HAVE THE FOLLOWING MINIMUM ALLOWABLE PROPERTIES:
<br />TENSILE STRENGTH, ASTM C 30: 1,500 PSI
<br />FLEXURAL STRENGTH, ASTM C 580: 4,000 PSI
<br />COMPRESSIVE STRENGTH, ASTM C 579: 1,600 PSI/7 DAYS.
<br />11. MINIMUM LAP SPLICES FOR REINFORCED CMU PER 6TH EDITION (2017) FBC
<br />SECTION 2107.3:
<br />BAR SIZE
<br />#4 #5 #6 #7 #8
<br />24" 30" 36" 42" 48"
<br />A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS.
<br />NO SPLICES ARE ALLOWED AT MID -HEIGHT OF WALL.
<br />B. LAP SPLICES THAT OCCUR AT CANTILEVERED WALLS SUCH AS:
<br />PARAPETS, RETAINING WALLS, ETC. SHALL HAVE LAP SPLICE LENGTHS
<br />INCREASED BY 50% TO 72 BAR DIAMETERS.
<br />12. MASONRY LINTELS:
<br />A. A PRECAST CONCRETE LINTEL BY CASTCRETE SHALL BE PROVIDED OVER ALL
<br />MASONRY WALL OPENINGS. THE LINTEL SHALL BE FULLY GROUTED.
<br />B. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END.
<br />C. SHORE PRECAST LINTEL PER MANUFACTURER'S INSTRUCTIONS.
<br />BUILDING CODE (ACI 318/ 2011
<br />(ACI 315/ 1994 EDITION), AND
<br />EDITION), THE ACI DETAILING MANUAL
<br />THE SPECIFICATIONS FOR STRUCTURAL
<br />,s
<br />PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE OF WORK REQUIRED.
<br />CONCRETE FOR BUILDINGS (ACI
<br />301/ LATEST EDITION).
<br />/� < N:�,'v 3.
<br />ALL CONNECTIONS SHALL BE BOLTED WITH 3/4" DIAMETER, A-325 HIGH
<br />STRENGTH BOLTS OR WELDED (UNLESS SHOWN OTHERWISE ON THE
<br />4. SUBMIT ALL REINFORCING STEEL
<br />SHOP DRAWINGS FOR APPROVAL PRIOR
<br />d� r
<br />�'7
<br />DRAWINGS).
<br />TO ANY FABRICATION.
<br />ALL CONNECTIONS SHALL BE DOUBLE ANGLES UNLESS NOTED OTHERWISE.
<br />5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY
<br />ACI SPECIFICATIONS.
<br />6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 185, UNLESS
<br />OTHERWISE SPECIFIED. PLACE FABRIC 2" CLEAR FROM TOP OF THE SLAB IN
<br />SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT 3'-0" O.C.
<br />7. LAP ALL BARS WITH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED
<br />ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12 INCHES (UNLESS OTHERWISE
<br />NOTED).
<br />8. REINFORCING BARS:
<br />A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH
<br />STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615
<br />GRADE 60.
<br />B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL .
<br />FOOTINGS, PROVIDE (1-#5 OR MATCHING) HORIZONTAL BARS X 5'-0"
<br />BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE.
<br />C. WHERE COLUMNS ARE AN INTEGRAL PART OF CONCRETE WALLS, WALL
<br />REINFORCEMENT SHALL BE CONTINUOUS THRU THE COLUMNS.
<br />D. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED
<br />HOOKS UNLESS OTHERWISE NOTED.
<br />9. FOR GRADE BEAMS LAP ALL TOP STEEL AT MID -SPAN AND LAP BOTTOM
<br />STEEL OVER SUPPORT.
<br />10. CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND BEAMS SHALL BE AT
<br />MID -SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS ACROSS
<br />JOINT AND ADDITIONAL SHEAR FRICTION REINFORCING. CONSTRUCTION
<br />JOINT LOCATIONS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR
<br />TO CONSTRUCTION. CONSTRUCTION JOINTS IN POST -TENSION SLABS SHALL
<br />BE LOCATED AND DESIGNED BY SPECIALTY ENGINEER.
<br />MASONRY
<br />1. MASONRY UNITS SHALL BE
<br />A. LOAD BEARING ASTM C90
<br />B. TYPE II NON -MOISTURE CONTROLLED
<br />C. MEDIUM WEIGHT OR NORMAL WEIGHT
<br />D. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND
<br />(U.N.O.).
<br />2. THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 1,500 PSI
<br />AS CALCULATED IN ACCORDANCE WITH ASTM C1314.
<br />3. ALL MORTAR SHALL BE IN ACCORDANCE WITH ASTM SPECIFICATION C270.
<br />4. GROUT SHALL BE A HIGH SLUMP MIX
<br />HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI
<br />5. ALL CONCRETE MASONRY BEARING AND SHEAR WALLS SHALL BE
<br />INSPECTED BY A CERTIFIED INSPECTION COMPANY AND CONSTRUCTED
<br />IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENT FOR MASONRY
<br />STRUCTURES" (ACI 530/ASCE 5/TSM 402) AND "SPECIFICATIONS FOR
<br />MASONRY STRUCTURES" (ACI 530.1/ASCE 6/TSM 602)/ 2012 EDITIONS.
<br />6. PROVIDE 8" X 8" MASONRY BEAM WITH 2 #5 CONT. AT EVERY WINDOW SILL.
<br />EXTEND BEAM 8" BEYOND EDGE OF OPENING.
<br />7. ALL BRICK MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH OF 8,000 PSI AND BONDED TOGETHER WITH TYPE S MORTAR.
<br />8. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT
<br />REINFORCEMENT (9 GA.) AT 16" ON CENTER VERTICAL IN ALL MASONRY
<br />WALLS. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS.
<br />FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS, APPLY
<br />A MINIMUM COAT OF 1.5 OUNCES PER SQUARE FOOT (PSF) (458/G/M2)
<br />COMPLY WITH THE REQUIREMENTS OF ASTM A153, CLASS B.
<br />4. ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY
<br />SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.
<br />5. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES.
<br />6. SUBMIT ALL STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY
<br />FABRICATION.
<br />7. EQUIPMENT SUPPORTS:
<br />f `1 nOM 1 f*RM NAL
<br />ROOF AND WALL (NOT FOR SHEAR WALLS)
<br />NAIL SIZE
<br />NAIL SPACING
<br />ZONE
<br />8d (RING SHANK)
<br />6" 0 EDGES, 12" 0 INTERMEDIATE SUPPORTS
<br />ROOF O2 30
<br />8d (RING SHANK)
<br />6" 0 EDGES, 12" 0 INTERMEDIATE SUPPORTS
<br />ROOF
<br />8d
<br />6" 0 EDGES, 12" 0 INTERMEDIATE SUPPORTS
<br />WALL Q5
<br />8d
<br />6" 0 EDGES, 12" 0 INTERMEDIATE SUPPORTS
<br />WALL
<br />PROVIDE ALL SUPPORTING STEEL NOT INDICATED ON PLAN AS REQUIRED CORNER DISTANCE, A = 6.1 FEET
<br />FOR THE INSTALLATION OF MECHANICAL EQUIPMENT AND MATERIALS,
<br />INCLUDING ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT
<br />EQUIPMENT OR PIPING FROM METAL DECKING.
<br />8. DECK SUPPORTS:
<br />PROVIDE 1/4" BENT PLATES AT ALL HIPS, VALLEYS, SKEWED BEAMS AND
<br />OTHER AREAS FOR DECK SUPPORT.
<br />JOISTS
<br />1. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON BITUMINOUS
<br />PAINT.
<br />2. JOIST FABRICATOR SHALL HAVE A SPECIALTY ENGINEER REGISTERED IN
<br />THE STATE OF FLORIDA SIGN AND SEAL ALL STEEL JOIST SHOP DRAWINGS.
<br />THESE SHOP DRAWINGS SHALL CONTAIN A STATEMENT CERTIFYING THAT
<br />THE STEEL JOISTS CAN SAFELY RESIST THE WIND UPLIFT FORCES AS NOTED.
<br />3. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE
<br />REQUIREMENTS OF THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE
<br />FOR SERIES K JOISTS
<br />MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.
<br />PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS.
<br />FOOTING SCHEDULE
<br />MARK
<br />SIZE
<br />W x D x L
<br />REINFORCING
<br />F20.12
<br />2'-0" x 12" x CONT.
<br />(3) 0 CONT.
<br />BEAM SCHEDULE
<br />MARK
<br />SIZE BxH
<br />(inches)
<br />REINFORCING
<br />REMARKS
<br />BOTT
<br />TOP
<br />INT
<br />BB-1
<br />8x8
<br />(1) #5
<br />-
<br />-
<br />MASONRY BOND BEAM
<br />BB-2
<br />8x16
<br />(1) #5
<br />(1) #5
<br />-
<br />MASONRY BOND BEAM
<br />BB-3
<br />8x24
<br />(1) #5
<br />(1) #5
<br />(1) #5
<br />MASONRY BOND BEAM
<br />1. BB-# SHALL BE GROUTED SOLID FOR THE FULL HEIGHT OF BOND BEAM
<br />2. BB-3 SHALL BE ONLY USED WHERE "BOND BEAM STEP DETAIL" IS REQUIRED
<br />MASONRY WALL SCHEDULE
<br />MARK
<br />THICKNESS
<br />REINFORCING
<br />MW-1
<br />8" CMU
<br />#5 ® 48" O.C.
<br />M W- 2
<br />8" -mu
<br />#5 ® 16" O.C.
<br />MW-3
<br />8" CMU
<br />#5 © 40" O.C.
<br />MASONRY WALL NOTES:
<br />1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED
<br />LATERAL REINFORCING ® 16" O.C. HORIZ. EXTEND REINFORCING
<br />6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL.
<br />2. ADJACENT TO ANY EXTERIOR/INTERIOR 8" WALL OPENING, PLACE (1) #5
<br />VERTICAL IN CELL GROUTED SOLID. FOR ALL OPENINGS 5'-0" OR LESS,
<br />OTHERWISE PROVIDE (2) #5 VERTICAL. FULL HEIGHT, U.N.O.
<br />3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH
<br />3000 PSI GROUT MIX.
<br />DESIGN LOAD SCHEDULE
<br />(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)
<br />Q
<br />w
<br />�
<br />a
<br />COMPONENT
<br />U-
<br />w
<br />w
<br />o
<br />Q
<br />c�
<br />Z
<br />0
<br />m
<br />N
<br />10
<br />CEILING & MECH'L
<br />10
<br />MISC.
<br />15
<br />PARTITIONS
<br />TOTAL DEAD LOAD
<br />35
<br />TOTAL LIVE LOAD
<br />20
<br />100
<br />TOTAL LOAD
<br />55
<br />100
<br />ROOF WIND PRESSURE (PSF) Vasd
<br />COMPONENTS AND CLADDING -EXPOSURE B-107 MPH WIND SPEED
<br />EFFECTIVE WIND
<br />AREA (SQ. FT.)
<br />ROOF AREA
<br />1
<br />2
<br />3
<br />10
<br />+9.6/-20.9
<br />+19.1 /-35.0
<br />+19.1 /-35.0
<br />20
<br />+9.6/-20.3
<br />+18.2/-31.3
<br />+18.2/-31.3
<br />50
<br />+9.6/-19.6
<br />+17.2/-26.4
<br />+17.2/-26.4
<br />100
<br />+9.6/-19.1
<br />+16.3/-22.6
<br />+16.3/-22.6
<br />NOTES:
<br />1. WIND DESIGN PER FBC-6TH EDITION (2017)
<br />2. +: INDICATES WIND PRESSURE
<br />-: INDICATES WIND SUCTION
<br />3. WALL DISTANCE A = 6.1 FT
<br />(COMPONENTS AND CLADDING)
<br />4. FOR EFFECTIVE WIND AREAS BETWEEN
<br />THOSE GIVEN ABOVE THE LOAD MAY BE
<br />INTERPOLATED, OTHERWISE USE THE
<br />LOAD ASSOCIATED WITH THE LOWER
<br />EFFECTIVE WIND AREA
<br />PLAN
<br />DOOR & WINDOW WIND PRESSURE (PSF) Vasd
<br />COMPONENTS AND CLADDING -EXPOSURE B-107 MPH WIND SPEED
<br />SIZE OF WALL
<br />OPENING (SQ. FT.)
<br />WALL AREA
<br />4
<br />5
<br />10
<br />+19.1 /-20.7
<br />+19.1 /-25.5
<br />20
<br />+18.2/-19.8
<br />+18.2/-23.8
<br />50
<br />+17.2/-18.7
<br />+17.2/-21.5
<br />100
<br />+16.3/-17.9
<br />+16.3/-19.8
<br />NOTES:
<br />1. WIND DESIGN PER FBC-6TH EDITION (2017)
<br />2. +: INDICATES WIND PRESSURE
<br />-: INDICATES WIND SUCTION
<br />3. WALL DISTANCE A = 6.1 FT
<br />(COMPONENTS AND CLADDING)
<br />4. FOR WALL OPENINGS BETWEEN THOSE
<br />GIVEN ABOVE THE LOAD MAY BE
<br />INTERPOLATED, OTHERWISE USE THE
<br />LOAD ASSOCIATED WITH THE LOWER
<br />WALL OPENING AREA.
<br />5 5
<br />WALL ELEVATION
<br />GUTHERMAN STRUCTURAL INC.
<br />130 CROWN OAK CENTRE DRIVE
<br />LONGWOOD, FL 32750
<br />P: 407.701.o875
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<br />John Gutherman Jr., P.E.
<br />FL. REG. #6o88o
<br />16018
<br />© 2017-11-16
<br />® 2018-1-2
<br />CONTRACT DATE: 08.13.2017
<br />BUILDING TYPE: ONE-OFF
<br />PLAN VERSION:
<br />SITE NUMBER:
<br />STORE NUMBER:
<br />Restaurant Shell
<br />Zephyr Plaza
<br />ZEPHYRHILLS, FL
<br />GENERAL
<br />NOTES
<br />SO-1
<br />PLOT DATE: Jan 02, 2018 - 1:33pm
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